Ductility Factor Research Articles

Cyclic behavior of a web hourglass-shaped pin damper made of low-yield-strength steel: Experimental and numerical analyses

Web hourglass-shaped pins fabricated from low-yield-strength steel (LYSWHPs) can be utilized as energy dissipation (ED) components in the connections of steel structures to effectively enhance ED and reduce damage to the primary structural components under intense earthquakes. First, quasi-static tests were carried out on three LYSWHP specimens made of LY225 steel; when bolted to its supporting plate, each exhibited a stable, suitable hysteretic response, excellent ED capacity, high ductility factor of 5.01–9.55, and excellent plastic deformation. Axial force effects and large plastic strains significantly increased the strengths of the LYSWHPs, with the maximum overstrength factor reaching 2.36. A finite-element analysis model was established in ABAQUS and confirmed against the behaviors of the test specimens to perform parametric analyses on individual and group LYSWHP models. The results demonstrated that the shape of the LYSWHP significantly affects its load-carrying capacity, ED capacity, and failure mode; the shape factor and slenderness ratio of the ED segment should be within 0.375–0.75 and 2.75–4.25, respectively, to ensure the desired behavior. The number of LYSWHPs, supporting plate thickness, and LYSWHP shape significantly affect the hysteretic behavior of an LYSWHP group. When the supporting plate provides strong restraint, the ED capacity and ductility of each LYSWHP is fully developed, all cumulative damage is concentrated within the LYSWHPs while the supporting and loading plates remain elastic, and the group will exhibit ductile failure. The findings of this study provide reference for the practical application of LYSWHPs in building structures.

Flexural behavior of GFRP-RC beams confined with CFRP in compression zone

In this study, the CFRP sheets and CFRP stirrups are employed to confine the compression zone in GFRP-reinforced concrete (GFRP-RC) beams to improve the ductility of the beams. Four-point bending tests are conducted on four CFRP sheets and six CFRP stirrups confined GFRP-RC beams. The cracking bending moment, crack width, mid-span deflection, bearing capacity, and ductility of all the beams are analyzed. Results show that the effect of the confinement in the compression zone on the cracking bending moment and crack width under service load can be ignored. The cracking bending moment can be accurately estimated using ACI 440.11–22, while the GB50608–2020 standard provides an accurate prediction for the crack width under service load. The GFRP-RC beams confined with CFRP stirrups exhibit mid-span deflections reaching up to 95 mm prior to failure. In addition, the CFRP stirrups confinement is more effective compared to CFRP sheets confinement due to the poor bond performance between the CFRP sheet and concrete. Furthermore, an accurate equation for the calculation of bearing capacities of GFRP-RC beams confined with CFRP sheets and stirrups has been proposed. It has also been demonstrated by this study that significant improvements in the ductility of GFRP-RC beams can be achieved by confining the compression zone. Deformation ductility factors of all the beams are analyzed to support this conclusion.

Experimental study on seismic behavior of RC beams confined by corroded stirrups

PurposeTo understand the seismic behavior of reinforced concrete (RC) beams confined by corroded stirrups, low-reversed cyclic loading tests were carried out on seven RC beam specimens with different stirrup corrosion levels and stirrup ratios to investigate their mechanical characteristics.Design/methodology/approachThe failure mode, hysteresis behavior, skeleton curves, ductility, stiffness degradation and energy dissipation behavior of RC specimens are compared and discussed. The experimental results showed that the restraint of concrete provided by corroded stirrups is reduced, which leads to a decline in seismic performance.FindingsFor the specimens with the same ratios of stirrup, as the corrosion level increased, the load-carrying capacity, stiffness, plastic deformation capacity and energy-dissipation capacity dropped significantly. Compared with the uncorroded specimen, the failure modes of specimens with high corrosion level changed from ductile bending failure to brittle failure. For the specimens with the same levels of corrosion, the higher the stirrup ratio was, the stronger the restraint effect of the stirrups on the concrete, and the seismic behavior of the specimens was obviously improved.Originality/valueIn this paper, a total of seven full-size RC beam specimens at joints with different stirrup corrosion levels and stirrup ratios were designed and constructed to explore the influences of corrosion levels and stirrup ratios of stirrups on the seismic performances. The failure modes, strain of reinforcement, hysteretic curves, skeleton curves, stiffness degradation and ductility factor of RC specimens are compared and discussed.

Effect of masonry wall on Strength and Ductility in common RC frame low storey buildings

The Nepal National Building code (NBC) was promulgated in 2003 and is divided into four different parts in order to cover buildings constructed in Nepal. NBC 105 has undergone a major update in 2020 with its repercussions on existing prevalent buildings. So, in this paper effort has been made to understand municipal drawings submitted to municipalities constructed with current prevalent building construction practice with column size of 300mm x 300mm, 300mm x 230mm and 230mm x 230mm. Moreover, effects of masonry infill are considered with a separate model considering an equivalent strut as per IS 1893:2016. Ten sample buildings were selected after a rigorous sampling process of over 5000 municipal drawings to represent typical buildings. Non-linear static pushover analysis was conducted on those ten buildings and twenty models. There has been an increase in the over-strength factor of the buildings while there was reduction in ductility factor of the buildings. Equations are proposed based on non-linear regression analysis to determine the changes in over-strength and ductility factor of the buildings.

Longitudinal seismic displacement analysis of Quasi Seismic Isolation Bridge based on Energy-based Multimodal Pushover Method with and without collision

This paper aims to evaluate the longitudinal seismic displacement of the Quasi Seismic Isolation Bridge (QSIB) based on the Energy-based Multimodal Pushover Method (EMPM), including the pier-beam relative displacement and the collision effect. As a simplified seismic analysis method, the EMPM invokes the concept of energy balance into the modal pushover analysis to assess the nonlinear seismic behavior of Laminated Rubber Bearing (LRB) on bridges. In this method, the energy-based capability curve is obtained by the modal pushover analysis, while the energy-based demand curve is estimated under the ground motion record. The target performance criterion can be derived by intersecting the capability curve with the demand curve. The effect of several key factors in EMPM, such as the mode classification and selection, collision effect, energy coefficient and ductility factor, are studied by a case study of a prototype QSIB under ChiChi and El Centro earthquakes. The results of EMPM are compared with those from Nonlinear Time History Analysis (NTHA), to illustrate the effectiveness and accuracy of this method for evaluating the maximum seismic displacement, and the pier-beam relative displacement with and without collision. Results show that the EMPM is found to be able to estimate the longitudinal seismic displacement of the QSIB with and without collision, and can be used as an effective alternative for rapid assess the seismic performance of bridges. The results also indicate that LRB stiffness for modal analysis should be taken as the stiffness pre- or post-sliding when without or with the gap element. Collision effect enlarges the peak displacement and the maximum bias of EMPM.

Experimental and Numerical Analyses of Perforated Corrugated Steel Shear Walls

This study presents an evaluation of the seismic performance of corrugated steel shear walls (CSSWs) with openings. Cyclic experimental tests were conducted on CSSW specimens featuring square and circular openings, with a comparison made to infill CSSWs. Additionally, numerical analysis was performed to investigate various opening configurations. The results indicate that CSSWs with openings experienced a maximum strength reduction of approximately 10% when compared to infill walls. Furthermore, placing the opening at the center of the wall resulted in an elastic stiffness decrease of approximately 23%. The presence of openings also mitigated the pinching effect observed in cyclic responses. The numerical analysis further revealed that incorporating stiffeners around the openings significantly enhanced the seismic performance of CSSWs. Stiffened openings demonstrated improvements of approximately 38% in ultimate strength, 26% in stiffness, 25% in ductility reduction factor, and 15% in equivalent viscous damping ratio when compared to unstiffened openings. To further investigate the practical application, the study numerically evaluated 3-story frames with perforated CSSWs under monotonic loading. The analysis demonstrated the beneficial impact of opening stiffeners, as stiffened openings exhibited increased ductility, loading capacity, initial stiffness, and response behavior factor of approximately 13.5%, 9.0%, 20.5%, and 30%, respectively, when compared to unstiffened perforated CSSWs. Overall, this study contributes to the understanding of the seismic behavior of CSSWs with openings and highlights the advantages of incorporating stiffeners around the openings to enhance their structural performance.

Experimental investigation on seismic performance of cold-formed steel strap-braced stud walls under lateral cyclic and vertical loading

Cold-formed steel (CFS) construction offers several benefits over traditional construction, including being lightweight, sustainable, recyclable, quick to build, insect and rot-resistant, and suitable for computer-aided design and manufacture. Despite extensive research on CFS elements, there are still gaps in our understanding of the behaviour of CFS structural systems, particularly their response to severe earthquake events. This experimental program aims to provide a better understanding on the seismic behaviour of strap-braced stud-walls as a lateral force resisting system for residential medium-rise buildings. An innovative test rig is developed that is capable of applying a constant vertical load during lateral cyclic testing, replicating the loading conditions expected during an earthquake event in such cases. For the first time, seven full-scale tests are conducted on CFS walls under vertical and horizontal loading using standard sections in New Zealand. The vertical capacity, lateral stiffness, ultimate strength, ductility, and failure mechanisms of the specimens are investigated. Subsequently, a modified detailing is suggested, which allows CFS walls to exhibit considerably better seismic behaviour compared to the systems with conventional detailing. It is shown that by adopting the modified detailing, CFS walls exhibit an ideal elastic-plastic curve with negligible degradation in successive cycles and a high ductility factor exceeding 5. The results of this study should prove useful for more efficient design of CFS strap-braced stud walls for mid-rise buildings.

In-plane shear behaviour of concrete sandwich panels reinforced with various geogrids

Seismic occurrences have caused severe damage and even the collapse of fragile unreinforced masonry structures. New technologies are replacing these conventional methods of construction; concrete sandwich panels (CSP) are one such technique gaining popularity. In-plane diagonal shear strength of concrete sandwich panels is studied experimentally, and the effect of incorporating geogrids on the deformation capability and load-bearing capacity is reported. Two forms of geogrid material, plastic uniaxial geogrid (PUG) and polyester biaxial geogrids (PBG2 and PBG3) are used to improve the strength and ductility of concrete sandwich panels. Diagonal compression tests have been carried out better to understand the behavior of CSP under in-plane strength. This paper also discusses the effect of the different mixes, the effect of geogrids, load-deformation behaviour, shear capacity, deflection ductility factor, mode of failure, shear strength, and energy dissipation. In contrast to the control specimen, specimens cast with plastic geogrid had a 13.7% and 26% improvement in shear capacity and load-bearing capability for the two types of micro-concrete mixes used in this study. The conclusion reached is that plastic uniaxial geogrid is effective in improving the concrete sandwich panels’ load-bearing capacity, shear capacity, and deformation ability. Polyester biaxial geogrids enhanced the ductility of the concrete sandwich panels.

Influence of the Oriented Configuration of the BarChip Fibre Polypropylene to the Ductility Factor of the Reinforced Concrete Beam

Abstract
 Bending and shear strength of fiber reinforced polimer concrete beams was studied in this research project. The reinforced concrete beam behaves in brittle structure in the certain reinforcement configuration. BarChip fibre polypropylene as the material for enhancement of the ductility factor is applied to the concrete beam. Three types of BarChip fibre configuration were examined: randomly spreading, placing at the mid-span area, and concentration on the tension zone. The experimental program included five beam specimens. Two of the beams were control specimens in which one was reinforced with no fibre, while the other one did not have any Barchips polypropylene. Each one of the other three specimens was reinforced with one of the above mentioned fibers by 0,4% volumetric ratio. Investigating the following issues for medium-high concrete strength was the goal of this study. In order to determine whether adding 0.4% volumetric ratio of polypropylenes as additional bar reinforcement in beams would provide adequate strength and stiffness properties comparable to reinforcing steel used as minimum bar reinforcement, it was necessary to first assess the effectiveness of each type of oriented fiber configuration on the bending strength, then to look into each beam's bending strength, shear strength, toughness, crack patterns, and near ultimate load crack width. The findings demonstrated that the bending capacity of the beam specimens was raised by all three types of polypropylene configuration more than by the beam reinforced with the fewest amount of bar reinforcement. Additionally, some of the employed fibers may cause failures other than pure shear. It is reccomended to spread the polypropylene within the tension zone of the reinforced concrete beam on the bottom mid span.
 Keywords: Fibrous Concrete, Polypropylene, Ductility, Reinforced, Beam

Reliability analysis of two archetype RC buildings with hysteretic dampers

The manuscript deals with a study on the performance/reliability analysis of steel hysteretic dampers designed for the seismic retrofit of RC frame structures at the Basic Design Earthquake, BDE (characterized by a 10 % probability of being exceeded over the reference lifespan, VR) for higher hazard levels, represented by a Maximum Considered Earthquake, MCE, with either 5 %/VR or 2.5 %/VR exceedance probabilities. Indeed, seismic codes prescribe that anti-seismic devices designed to satisfy the performance requirements at the BDE must be able to resist earthquakes of higher intensity. Therefore, γ-factors amplifying the design displacement or force must be considered for the design of the device capacity.The objective of the study consists in evaluating the over-demand caused on the steel dampers incorporated in dissipative bracing systems when passing from the BDE to the two higher hazard levels, and comparing this over-demand to the values of the corresponding γ-factors proposed in current codes. Dampers with various ductility factors are considered to include the majority of current hysteretic devices.The amplification factors recommended in the codes for hysteretic dampers are shown to be not suitable for guaranteeing the damper reliability; moreover, a dependence of the reliability of the retrofitted structures upon the ductility of the damped braces is highlighted.

Determination of the seismic vulnerability of infilled RC buildings according to the Quadrants assessment method

The earthquake vulnerability of the buildings has become more important after significant structural damages due to seismic events. The Quadrants assessment method is one of the effective procedures for the determination of the earthquake performance of the buildings. In this study, the impact of the infill walls on the structural vulnerability of reinforced concrete (RC) buildings was investigated using this method. Five different building models are designed such as bare RC frame, RC frame with strut infill as per field test (open ground story), RC frame with strut infill as per ASCE-41-06 (open ground story), full RC frame with strut infill as per field test (fully infilled), and full RC frame with strut infill as per ASCE-41-06 (fully infilled). All structural analyses were performed using an adaptive pushover analysis in the SeismoStruct software. The infills in the studied RC buildings were modeled as an equivalent strut as per field test or ASCE-41-06 code. The influence of different building models on the performance point, overstrength factor, response reduction factor, and ductility reduction factor was evaluated. The performance point is calculated as per the ASCE-41-06 code which is based on the “displacement coefficient method” and the application of the performance point is used to decide on the intervention/retrofit of RC structures through the “Quadrants assessment method”. In this study, the results depict that the strut width of the infill as per ASCE-41-06 is underestimated as compared to field test. Thus, the impact of the strut width is quantified on the seismic design parameters. It is concluded that there is a need for intervention/retrofit of the bare frame and open ground story RC infilled frame based on the “Quadrants assessment method” due to the absence of infills and the calculated values of the response reduction factor (R) obtained for the infilled RC building models are higher than the bare frame structure due to presence of infills.

Cyclic Behavior of New Steel Plate Shear Walls Reinforced with Trapezoidal Corrugated Plates

Unstiffened steel plate shear walls have low buckling strength, which caused development diagonal tension field under lateral load. Corrugated plates have higher out-of-plane stiffness and improved buckling stability. Combining corrugated and flat plates in steel shear wall web could be effective. In this paper a new steel shear wall system reinforced with trapezoidal corrugated steel plates were proposed. In this study, the behavior of the system was experimentally studied under cyclic loading. Four specimens with the one-third scale were evaluated, which were control unstiffened specimen, the specimen with vertical 45° trapezoidal corrugated web, specimen with a corrugated web plate reinforced with two flat plates, and specimen with a flat web plate reinforced with two corrugated plates. In all four specimens, the total thicknesses of steel plates were the same; therefore, the thickness of each plate in specimens with three plates was one-third of the specimen with one plate. The studied parameters were the bearing capacity, maximum base shear, stiffness, ductility, energy absorption, and modification factor for the dissipation capacity of the specimens. The results revealed the maximum lateral load capacity of specimen with a flat web plate reinforced with two corrugated plates increased about 17%, 37%, and 19%, comparly to unstiffened specimens, vertical 45° trapezoidal corrugated web, and corrugated web plate reinforced with two flat plates, respectively. According to the results, the behavior of the seismic parameters of the proposed specimen with a flat web plate reinforced with two corrugated plates was clearly better than that of the other specimens.

Mechanical properties of glulam components with half-lap joints for large-span gridshell structures

Glulam gridshells provide a preferred structural form for large-span structures due to their aesthetic appearance and structural efficiency. As the gridshell span becomes large, the length challenge of glulam members associated with the manufacturing and transportation limits needs to be well addressed. Attention should also be paid to the influence of spliced joints on the structural performance of large-span glulam gridshell structures. This paper studies the effect of a type of commonly used half-lap spliced joints on mechanical properties of structural components for large-span glulam gridshell structures. Experimental tests were conducted on a series of full-scale intact and spliced glulam components. Two boundary conditions (i.e., roller and hinge supports) were employed in the tests, investigating the influence of axial compressive forces on the mechanical performance of glulam components. The failure modes, moment-rotation responses, moment capacities, rotational stiffnesses, and ductility factors of the specimens were compared. The test results showed that the moment capacity and the initial rotational stiffness of the roller-supported spliced specimens respectively reached 43.0% and 55.6% of the capacity and stiffness of the intact specimens. Compared to the roller-supported spliced specimens, the axial reaction force provided by the hinge support suppressed the initiation and growth of cracks within the tension zones of the spliced specimens, enabling them to fail in a more ductile manner. Analytical models were then developed to predict the moment capacity of glulam components with half-lap joints. The models were validated by the test results and can serve as a convenient tool for designing such joints.

Determining the seismic performance factors of quasi-X bracing systems

This paper proposes two novel quasi-X bracing systems to resolve the drawbacks of concentrically braced frames (CBFs) and enhance their ductility. The seismic performance factors (SPFs) for moment-resisting frames equipped with these braces are determined according to the FEMA P695 approach. In pursuit of this aim, a three-dimensional set of 2-, 4-, 6-, and 8-story archetypes in two separate seismic design categories (SDC Cmax and Cmin) were designed considering presumed SPFs. Initially, non-linear static (pushover) analysis was carried out on each of the archetypes, and their period-based ductility and over-strength factors were extracted. Afterward, the archetypes' seismic performance was evaluated by performing incremental dynamic analysis (IDA) under far-field ground motion (FFGM) records, and the accuracy of the presumed response modification factor was examined as per FEMA P695. Based on the obtained results, a response modification factor of 5 is deemed acceptable for the design of both quasi-X bracing systems. Furthermore, the values of the deflection amplification factor and the over-strength factor are acquired as 5 and 3, respectively.

Performance evaluation of steel hollow box piers under bidirectional lateral cyclic loading to enhance the existing seismic verification framework

This study comprehensively evaluates the lateral performance and behaviour of stiffened steel hollow box piers under axial and lateral cyclic bidirectional loading using Finite Element (FE) analysis to develop a reliable performance-based seismic verification framework. In the first phase of the analysis, various bidirectional lateral loading patterns are examined to identify the pier's worst inelastic behaviour regarding strength, ductility, energy absorption, and failure patterns. Among these loading patterns, it was found that the circular-shaped bidirectional lateral cyclic loading (BICI) yielded the worst inelastic behaviour of the pier. Then, in phase two, an extensive comparative parametric study was conducted between the BICI and unidirectional loading pattern to evaluate the significance of important design parameters on lateral performance. Results revealed that the width-to-thickness ratio Rf, slenderness ratio λ¯ and axial load P showed significant influence under both the load patterns, whereas the modified stiffener's slenderness ratio λs′, and aspect ratio α showed more significant influence only under the BICI load pattern. Subsequently, the existing formulae proposed by authors for predicting strength and ductility under unidirectional lateral loading were reviewed and modified to incorporate the bidirectional effect. Moreover, a novel set of formulae was proposed for the BICI load pattern. Finally, an enhanced performance-based seismic verification method was developed by examining the relationship between the ductility factors of steel hollow piers under both BICI and unidirectional loading patterns. This method integrates the bidirectional effect into the existing unidirectional framework, enabling a comprehensive assessment of the piers' performance and enhancing seismic resilience.

External precast concrete nib beam-to-column connection under elevated temperatures: Experimental and finite element analysis

The precast concrete nib is one of the most widely used beam-to-column connections to address the architectural drawback of the ordinary precast concrete corbel. However, precast concrete nib beam-to-column connections are not classified as fully rigid or pin but exhibit semirigid properties. Semirigid connections are at risk of deflection at lower loads and cracking during early fire events. In this study, full-scale fire tests were carried out to determine the thermal and structural behaviour of the external monolithic and precast concrete nib beam-to-column connections subjected to 120 min standard cellulose fires. A finite element simulation using ANSYS validated the experimental results based on the internal temperature distributions, load–deflection curves, and stress visualization. Results show that the tension reinforcement of the concrete nib specimen at high temperature was below the critical temperature of 300 °C during the 120 min of heating, compared to the monolithic specimen, which reached the critical temperature of 300 °C at 105 min. The crack patterns and failure modes of monolithic and precast concrete nib specimens at high temperatures were more visible than at ambient temperature. Based on the ductility factor and Monforton’s fixity factor, the concrete nib specimen at high temperatures was categorized as structures with limited ductility and classified in Zone I (pin connection), respectively. This study concluded that external precast concrete nib beam-to-column connections were more vulnerable at high temperatures than monolithic connections.

The Effects of Undercut Depth and Length on Weldment Mechanical Properties

Undercutting is a fusion welding defect that appears as a groove at the weld metal's toe. An undercut discontinuity forms when welding, particularly when the current is applied at an extremely rapid rate. It decreases the static and fatigue strength of the weld and produces stress concentration at the welding zone. The height of the reinforcement, the weld bead's contact angle, the undercut's breadth, depth, length, and root radius, as well as other factors, affect the stress concentration factor's size. In this study, two mild steel plates with a 20 mm thickness were welded together using gas metal arc welding. Each test plate was machined to have a 30° single bevel groove angle prior to welding. The butt welded plate underwent radiographic NDT testing. A weldment free of defect was created. The weldment was machined into typical test specimens for tensile strength. An undercut defect was simulated by drilling a groove through each tensile test sample. Grooves had different depths and lengths. After that, samples were put through a tensile test. The test findings allowed for the identification of the impacts of groove shape on tensile strength, ductility, and static stress concentration factor.

The constant damage inelastic displacement ratio for performance design of self-centering systems under far-field earthquake ground motions

In this research paper, the inelastic displacement ratio known as maximum nonlinear displacement to maximum elastic displacement is determined at different periods of vibration and constant damage indices based on the Park-Ang model for fully self-centering structures under 216 far-field earthquake ground motions. The effect of ground motion characteristics, including soil classification, magnitude, and source-to-site distance, are evaluated at different period ranges. Moreover, the influence of structural parameters is investigated, including the ultimate ductility of the structural system, the β factor related to the damage model, the stiffness-hardening ratio, and the dissipative-energy factor corresponding to the flag-shaped hysteresis behavior of the self-centering system. Then, a simple equation based on nonlinear regression analysis is proposed to estimate the constant damage inelastic displacement ratio. It is worth mentioning that the bias and standard deviation of the error in the suggested equation are presented for better understanding. Finally, the proposed equation is compared with the nonlinear responses obtained from the direct time history analysis in self-centering flag-shaped models under thirty earthquake records selected corresponding to desired seismic hazard level. The statistical analysis illustrates that the effect of ground motion characteristics on constant inelastic displacement ratio is not prominent, while the influence of some structural parameters like ultimate ductility and dissipative-energy factor is remarkable in higher damage levels.The verification analysis showed that the suggested equation could estimate the target displacement of the self-centering structural systems with a lower than 10% error.

Shear damage repair of masonry walls using different materials

In this research, the effects of different repairing materials and techniques used on damaged Masonry walls under an in-plane lateral loading were investigated. Seven clay brick walls with dimensions of (1200 × 935 × 115) mm were tested. The walls were tested until a visible crack was observed, later repaired, and tested again up to failure. The repairing materials consisted of grid configured strip materials (metal, plastic, flat webbing ‘textile’ and wild cane ‘organic’ strips), near surface mounted (NSM) steel re-bars and steel wires in mortar joints. Based on the experimental results, the repairing materials/techniques restored the shear strength by about 48–103% of the original strength. The ductility factor of the repaired walls ranged from 4.5 to 48.3 (flat webbing ‘textile’ highest). The energy dissipation ratio of the repaired walls ranged from 4.3 to 12.7 (flat webbing ‘textile’ highest). Prediction equations for shear strength are presented giving reasonable results compared to the experimental results.

Effects of textile-reinforced concrete on the cyclic shear behavior of damaged confined brick masonry walls

Masonry walls are very fragile and prone to damage from the effects of earthquakes. However, after an earthquake, some of confined walls can continue to carry loads after repair and reinforcement. Strengthening is an effective measure for improving the seismic performance of damaged walls. In this study, the seismic performance of textile-reinforced concrete-strengthened damaged masonry confined walls was experimentally investigated. Apparently cracked and pre-damaged confined brick masonry walls were repaired and retrofitted with TRC (textile-reinforced concrete). The effect of anchoring on improving seismic performance was investigated, and a restoring force model of damaged confined brick masonry walls reinforced with TRC was established. The damaged masonry confined walls reinforced by TRC had better integrity and ductile behavior during the failure model, compared with unreinforced walls. Load-displacement curves of walls reinforced with TRC exhibited good postpeak behavior, and they had higher shear capacity, ductility factor, and energy dissipation. TRC surface reinforcement could provide a good restraint to damaged walls and improve the brittle failure characteristics of the walls. The number of cracks in each wall was significantly reduced, and the rate of decrease of stiffness was slowed down. For different strengthening methods, the initial stiffness, shear capacity, ductility factor, energy dissipation increased by 0.08-0.52, 0.04–0.22, 0.019–0.55, and 0.33–0.91 times, respectively, compared with unreinforced walls. Additionally, the application of anchorage measures significantly improved the shear bearing capacity and energy dissipation of the reinforced walls. Based on the experimental results, model curves of the restoring force of TRC-strengthened damaged masonry walls were given and analyzed according to the experimental results.